Non-linear consolidation of soil with vertical and horizontal drainage under time-dependent loading
|
|
- Brittney Juliet Reeves
- 5 years ago
- Views:
Transcription
1 Uniersity of Wollongong Research Online Faculty of Engineering - Papers (Archie) Faculty of Engineering and Information Sciences Non-linear consolidation of soil ith ertical and horizontal drainage under time-dependent loading Xueyu Geng Zhejiang Uniersity, xgeng@uo.edu.au Publication Details Geng, X. (). Non-linear consolidation of soil ith ertical and horizontal drainage under time-dependent loading. Adanced Computer Theory and Engineering,. ICACTE. International Conference on (pp. -). Australia: IEEE. Research Online is the open access institutional repository for the Uniersity of Wollongong. For further information contact the UOW Library: research-pubs@uo.edu.au
2 International Conference on Adanced Computer Theory and Engineering Non-linear Consolidation of Soil ith Vertical and Horizontal Drainage under Time-dependent Loading Xueyu Geng College of Ciil Engineering and Architecture, Zhejiang Uniersity, Hangzhou, 317, China College of Computer Science and Technology, Zhejiang Uniersity, Hangzhou, 317, China Abstract This paper presents a nonlinear theory for sand drain consolidation of clayey soils under time dependent loading. The solution is obtained using the method of separation of ariables. Using the solutions obtained, some diagrams are prepared and the releant consolidation behaior of soil ith ertical and horizontal drainage under time-loadings is discussed. For nonlinear material properties, aerage degree of consolidation can be defined either in terms of settlement or in terms of effectie stress. And consolidation ill be sloer hen compared to the cases ith constant material properties. And the difference depends on the external loading pressure N, and the construction time T c. 1. Introduction Good quality geologic materials for construction are becoming scare. Since compressible soils are usually characterized by ery lo permeability, the time needed for the desired consolidation can be long. Due to these reasons and become of the enironmental restrictions on certain public orks, ground improement is becoming an essential part of infrastructure deelopment. Hence, a system of ertical drains combined ith acuum preloading is an effectie method to accelerate soil consolidation by promoting radial flo. For the classic ertical drain consolidation theory, a constant coefficient of olume compressibility, a constant coefficient of horizontal permeability and a constant coefficient of ertical permeability ere assumed for gien stress range[1-6]. Hoeer, for a relatiely large applied stress range, it is knon that both soil permeability and soil olume compressibility coefficients decrease as a result of physical reduction in oid ratio during the consolidation process [7-1]. And pre-consolidation pressure is essential for predicting the actual settlement. Otherise, loads in the construction of ciil engineering orks are mostly applied gradually ith time [11-1]. In many cases the loading process may endure oer a long period of time, so a significant part of the consolidation occurs accordingly. To the author s knoledge, hoeer, no comprehensie solution to consolidation ith both ertical and horizontal drainage including the non-line properties of soil and the changes of external loading is aailable in the literature. The content of this paper is specifically deeloped mathematical solutions ith the idea that ariable consolidation properties are particularly related to the aforementioned problems.. Mathematical models for ariable soil properties Here, take the e log relationship hich is used to determine the compressibility indices, and the e log k relationship hich is used to represent permeability ariation linear responses into account to present the non-linear relationship of the soil. Assuming that ee Cc lg( / ) (1) ee Ck lg( k / k) () ee Chlg( kh / kh) (3) here e is the oid ration, e is the initial oid ratio, is the ertical total stress, C c is the compression index, k is the ertical initial coefficient of permeability, k h is the horizontal initial coefficient of permeability, C k is the ertical hydraulic conductiity index, C h is the horizontal hydraulic conductiity index. Other assumptions are the same as Barron s. Based on equations (1)-(3): C / ( ) c C k k k () / $5. IEEE DOI 1.119/ICACTE..16
3 C / ( ) h C kh kh k (5) 1 e m m (6) 1e here m is the coefficient of compressibility. m =C c /(1+e )/ln1/ is the initial coefficient of compressibility. According to Terzaghi s Principle of effectie stress, can be expressed as: qt () u (7) in hich, u is the pore ater pressure, q(t) is the external loading. The analysis model is shon in Figure 1. Fig.1 Scheme of ground ith ertical drains The differential equation for the dissipation of excess pore ater pressure using the free strain assumption is 1 u 1 u u dq () ( rkh ) ( k ) m( ) r r r z z t t dt here r is the radial coordinate, z is the ertical coordinate, re is the radius of the equialent cylindrical block of soil, r is the radius of drain, is the unit eight of ater, H is the drainage path. Substituting Equations (), (5) and (7) into Equation () yields: (9) 1 u 1 u C 1 u dq [ rk ( ) ] [ k ( ) ] ( ) r r r z z e t dt C / C / c c k h k h (1 ) ln1 3. Boundary and initial conditions The folloing commonly encountered boundary conditions are studied in this paper: (,,) r t q() t, z zh (1) ( r, z, t) q( t), r rre If drainage is aailable at the bottom of the sol, the drainage path H is haled. The initial condition is: (,,) rz (11). Solutions for the goernmental equation Equation (9) is non-linear in and hence does not hae a general solution ith the boundary conditions mentioned aboe. Therefore, assuming the decrease in permeability is proportional to the decrease in compressibility during the consolidation of a soil and the distribution of initial effectie pressures is constant ith depth. Then, (1) 1 u 1 u C 1 u dq [ rk ( ) ] [ k ( ) ] ( ) r r r z z e t dt c h (1 ) ln1 By defining a ne parameter (,,) zrt ln( ) (13) qt () Equation (1) can be simplified as follos: 1 Ch [ r ] C Q( t) (1) r r r z t in hich, Cc m kh Ch k C (1 e) ln1 m m 1 dq Qt () qt () dt Using the method of separation of ariables, the consolidation equation (1) under the gien boundary and initial conditions in equations (11) and (1) can be soled. Letting Z z/ H, N r e, r C r L, R r/ r C H r Here, Z is a dimensionless ertical coordinate, N is the ratio of the equialent radius oer ell radius, and L is a nely defined dimensionless parameter. L is related to the ertical and horizontal consolidation coefficients (C and C h ), the radius of the ell (r ) and the ertical drainage distance (H). 1
4 The solution to equation (1) becomes A ( TR ) ( R)sin( Z) (15) mn, 1 mn m n n 1 in hich n. If C is zero or H is infinite, parameter L is zero, hich implies horizontal ater flo and horizontal consolidation only. If C h is zero, L is infinite, hich implies ertical ater flo and ertical consolidation only. If r is zero, though L is zero, but N is infinite, this is a ertical consolidation case. The expressions for A mn, R m and n in equation (1) are discussed as follos. R m in equation (15) can be expressed in terms of Bessel function [13] of the first kind ( J, J 1) and of the second kind ( Y, Y 1) as follos: Rm( r) Y1( Nm) J( mr) J1( Nm) Y( mr) (16) The quantity m is the mth positie root of the folloing equation: Y1( Nm) J( m) J1( Nm) Y( m) (17) A mn in equation (15) is gien by: qrzt (,,) q ( t ) (1) u Amncon( T ) Dmn here, Bmn m ml Dmn exp( T ) n 1 1L ; rr m( r) Bmn [ rr m( r)] ; rr m( r) my1( m) J1( Nm) J1( m) Y1( Nm) ; ( 1 1 LC ) ht T, ln r qu ln N, qu N 1, q u is the final external loading increment.. 6. Examples and discussions It has been reported that the parameter N is in the range of 5-, and the alue of parameter L is in the range of -.1. Fig shos that the excess pore ater pressure u and its rate of dissipation in such nonlinear consolidation is different from those in a linear consolidation. The bigger N is, the sloer dissipation of excess pore ater pressure is. Hoeer, the rate of settlement in a nonlinear consolidation subjecting to the assumptions made here is no different from that in a linear consolidation, hich is the same as Zhu s result. Because the nonlinear character of the soil considered in this paper, the decrease in permeability is proportional to the decrease in compressibility during the consolidation and the distribution of initial effectie pressures is constant ith depth, there should be no different from the situation in linear consolidation in theory. At the same time, it is proed from the theory that the results in this paper are correct R = N/ L =.1. 1E T (a) N = R = N/ L = N = 1 N = 1. 1E T (c) E-3.1 T (b) R = N/ L = N = R = N/ L =.1 N = 1. 1E-3.1 T (d) Fig. Dissipation of pore pressure at bottom under the constant loading For the same time factor T, N and L are the to main factors affect the degree of consolidation defined by the settlement. For the range of 5N, L.1, the maximum difference deiation is only 13.1%. This indicates that the relationship beteen the degree of consolidation ith the time factor T is approximately independent of the dimensionless parameters N and L [1] results in this paper Zhus result 1. 1E T (a) L =. L = L = E T (c) L =.1 N = N = N = E T (b) N = L = L = E T (d) Fig. 3 Degree of consolidation defined in terms of settlement under the constant loading
5 In such nonlinear consolidation the degree of consolidation defined by the excess pore ater pressure is different from in a linear consolidation, hich as Figure shos. It can be seen that the difference ill disappear as the alue of N reproaches to 1. It also can be approed by mathematic method. Since the alue of N reflects the magnitude of load, it can be concluded that the discrepancy beteen linear and nonlinear consolidation is greatly related to the leel of the external load leel, and the smaller the load leel, the smaller the discrepancy. When N =1, the maximum difference deiation of U p ill almost reach 15% (as Figure shos). Therefore, the nonlinear character of the soil should be considered hen the external loading is big. In figure 5 and figure 6, cures of the aerage degree of consolidation U p and ersus time factor T are gien, respectiely. With the increasing of the load leel N, the difference of U p and beteen the current solution and the line s solution gets bigger. Moreoer, for the same parameters, U p is alays less than L =. L =.1 N = L =. N = L = E T Fig. 5 Degree of consolidation defined in terms of settlement for different N and L under the constant loading.. U N = L =.1 U p N = E T Fig. Comparison beteen U p and under the constant loading 1 U p..6. N = 1 L =. L =.1 N = L =. N = L = E T Fig. 6 Degree of consolidation defined in terms of effectie stress for different N and L under the constant loading 7. Conclusion The deeloped method in this paper can handle the problem of non-linear consolidation ith ertical and horizontal drainage undergoing time-dependent loadings. 1) The equations presented gien an analytical solution to consolidation of soil ith ertical and horizontal drainage under time-dependent loading. ) Because of the nonlinear character of the soil, the aerage degree of consolidation can be defined either in terms of settlement ( ) or in terms of effectie stress (U p ). While the former shos the rate of settlement deelopment, the later indicates the rate of the increase of effectie pressure or the rate of the dissipation of excess pore ater pressure. And for the same parameters, U p is alays less than. 3
6 3) The aerage degree of consolidation defined in terms of settlement in non-linear theory has no different ith the aerage degree of consolidation in linear theory for the constant loading case. It means that the rate of settlement in a nonlinear consolidation ith ertical and horizontal drainage is no different from that in a linear consolidation hen the soil subjected to constant loading. ) Since the alue of N reflects the magnitude of load, it can be concluded that for the constant loading case the discrepancy beteen linear and nonlinear consolidation is greatly related to the leel of the external load leel, and the smaller the load leel, the smaller the discrepancy. 5) For the ramp loading case, the discrepancy beteen linear and nonlinear consolidation is related not only to the external load leel N, but also the construction time factor T c. References 1. Barron, R. A.: Consolidaiton of Fine-grained Soils by Drain Wells. Trans. ASCE 113, No. 36 (19) Horne, M. R.: The Consolidation of a Stratified Soil ith Vertical and Horizontal Drainage. Int. J. Mech. Sci. 6(196) Yoshikuni, H. and Nakanodo, H.: Consolidation of Soils by Vertical Drain Wells ith Finite Permeability. Soils Found. 1, No..(197) Olson, R. E.: Consolidation under Time-dependent Loading. J. Geotech. Engng Di., ASCE. 13. No. GT1 (1977) Basak, P. and Madha, M. R.: Analytical Solutions of Sand Drain Problem. Journal of Geotechnical engineering ASCE, 1(GT1) (197) Tang, X. W. and Onitsuka, K.: Consolidation of Ground ith Partially Penetrated Vertical Drains. Geotechnical Engineering Journal, 9, No.. (199) Dais, R. E. and Raymond, G. P.: A Non-linear of Consolidation. Geotechnique. 15, No.. (1965) Xie, K. H., Xie, X. Y. and Jiang, W.: A Study on One-dimensional Nonlinear consolidation of double-layered Soil. 9 () Geng, X. Y., Cai, Y. Q. and Xu, C. J.: Non-linear Consolidation Analysis of Soil ith Variable Compressibility and Permeability under Cyclic Loadings. Int. J. Numer. Anal. Meth. Geomech. 3 (6) Cai, Y. Q., Geng, X. Y. and Xu, C. J.: Solution of One-dimensional Finite-strain Consolidation of Soil ith Variable Compressibility under Cyclic Loadings. Computers and Geotechnics. 3 (7) Lekha, K. R., Krishnasamy, N. R. and Basak, P.: Consolidation of Clay by Sand Drain under Timedependent Loading. J. Geo. Geoen. Engine. ASCE, 1, No. 1. (199) Zhu, G. and Yin, J. H.: Consolidation of Soil ith Vertical and Horizontal Drainage under Ramp Load. Geotechnique 51. No.. (1) Moshier, S. L. B, Methods and programs for mathematical functions. Chichster: Ellis Horood, 199
Solution to 1-D consolidation of non-homogeneous soft clay *
Xie et al. / J Zhejiang Uni SCI 25 6A(Suppl. I):29-34 29 Journal of Zhejiang Uniersity SCIENCE ISSN 19-395 http://www.zju.edu.cn/jzus E-mail: jzus@zju.edu.cn Solution to 1-D consolidation of non-homogeneous
More informationConsolidation of a Double-Layered Compressible Foundation Partially Penetrated by Deep Mixed Columns
Consolidation of a Double-Layered Compressible Foundation Partially Penetrated by Deep Mixed Columns Linchang Miao ; Xinhui Wang ; and Edward Kavazanjian Jr. 3 Downloaded from ascelibrary.org by ESCOLA
More informationConsolidation of a Geosynthetic Clay Liner under Isotropic States of Stress
Consolidation of a Geosynthetic Clay Liner under Isotropic States of Stress Jong-Beom Kang, Ph.D. 1 ; and Charles D. Shackelford, Ph.D. 2 Abstract: The consolidation behaior of a geosynthetic clay liner
More informationProf. B V S Viswanadham, Department of Civil Engineering, IIT Bombay
42 Module 3: Lecture - 4 on Compressibility and Consolidation Contents Stresses in soil from surface loads; Terzaghi s 1-D consolidation theory; pplication in different boundary conditions; Ramp loading;
More informationChapter 2 Unexpected Excessive Settlements: Kansai International Airport, Japan
Chapter Unexpected Excessie Settlements: Kansai International Airport, Japan TABLE OF CONTENTS.1 Case Description... 4.1.1 Introduction... 4.1. Construction... 4.1.3 The history of settlements... 6.1.4
More informationOne-dimensional consolidation theories for layered soil and coupled and uncoupled solutions by the finite-element method
Huang, J. & Griffiths, D. V. (1). Géotechnique 6, No. 9, 79 71 [doi: 1.168/geot.8.P.8] TECHNICAL NOTE One-dimensional consolidation theories for layered soil and coupled and uncoupled solutions by the
More informationAccess from the University of Nottingham repository:
Li, Y. and Yang, Y.M. and Roberts, G.W. and Yu, H.S. (217) Discussion: "Radial strain behaiors and stress state interpretation of soil under direct simple shear" by X. Kang, Y. Cheng, and L. Ge. Journal
More informationUltimate Shear Resistance of Plate Girders Part 2- Höglund Theory Ahmed S. Elamary
World Academy o Science, Engineering and Technology International Journal o Ciil and Enironmental Engineering Vol:7, No:, 03 Ultimate Shear Resistance o Plate Girders Part - Höglund Theory Ahmed S. Elamary
More informationMETHOD FOR ESTIMATION OF COEFFICIENT OF CONSOLIDATION FOR RADIAL FLOW FROM IN-SITU TIME - SETTLEMENT PLOTS. V. Venkata Charan 1, Madhav Madhira 2
5 th IGC 5 th INDIAN GEOTECHNICAL CONFERENCE 17 th 19 th DECEMBER 215, Pune, Maharashtra, India Venue: College of Engineering (Estd. 1854), Pune, India METHOD FOR ESTIMATION OF COEFFICIENT OF CONSOLIDATION
More informationStresses in Sedimentary Strata, including Coals, and the Effects of Fluid Withdrawal on Effective Stress and Permeability
Uniersity of Wollongong Research Online Coal Operators' Conference Faculty of Engineering and Information Sciences 2011 Stresses in Sedimentary Strata, including Coals, and the Effects of Fluid Withdrawal
More information4 One-dimensional consolidation
4 One-dimensional consolidation In the previous chapter e studied briefly the conditions of the steady flo of ater through a stationary soil structure; in this chapter e shall be concerned ith the more
More informationConsolidation by vertical drain beneath a circular embankment using analytical and numerical modelling
University of Wollongong Research Online Faculty of Engineering - Papers (Archive) Faculty of Engineering and Information Sciences Consolidation by vertical drain beneath a circular embankment using analytical
More informationStrain accumulation in sand due to cyclic loading: drained cyclic tests with triaxial extension
Soil Dynamics & Earthuake Engineering (Vol. 7, No., pp. -8, 7) Strain accumulation in sand due to cyclic loading: drained cyclic tests with triaxial extension T. Wichtmann i), A. Niemunis, Th. Triantafyllidis
More informationDesign procedure for vertical drains considering a linear variation of lateral permeability within the smear zone
University of Wollongong Research Online Faculty of Engineering - Papers (Archive) Faculty of Engineering and Information Sciences 2009 Design procedure for vertical drains considering a linear variation
More informationHydrodynamic Coefficients Identification and Experimental Investigation for an Underwater Vehicle
Sensors & Transducers 2014 by IFSA Publishing, S. L. http://.sensorsportal.com Hydrodynamic Coefficients Identification and Experimental Inestigation for an Underater Vehicle 1 Shaorong XIE, 1 Qingmei
More informationAn analytical model of PVD-assisted soft ground consolidation
University of Wollongong Research Online Faculty of Engineering and Information Sciences - Papers: Part A Faculty of Engineering and Information Sciences 2016 An analytical model of PVD-assisted soft ground
More informationPrediction of anode arc root position in a DC arc plasma torch
Prediction of anode arc root position in a DC arc plasma torch He-Ping Li 1, E. Pfender 1, Xi Chen 1 Department of Mechanical Engineering, Uniersity of Minnesota, Minneapolis, MN 55455, USA Department
More informationChemical softening and hardening of geomaterials in situ
Computer Methods and Adances in Geomechanics, Desai et al. (eds) 2001 Balkema, Rotterdam, ISBN 90 5809 183X Chemical softening and hardening of geomaterials in situ T. Hueckel and Tao Fan Duke Uniersity,
More informationChapter 6 Effective Stresses and Capillary
Effectie Stresses and Capillary - N. Siakugan (2004) 1 6.1 INTRODUCTION Chapter 6 Effectie Stresses and Capillary When soils are subjected to external loads due to buildings, embankments or excaations,
More informationOn Shortest Single/Multiple Path Computation Problems in Fiber-Wireless (FiWi) Access Networks
2014 IEEE 15th International Conference on High Performance Sitching and Routing (HPSR) On Shortest Single/Multiple Path Computation Problems in Fiber-Wireless (FiWi) Access Netorks Chenyang Zhou, Anisha
More informationULTIMATE BEARING CAPACITY OF FOOTING ON SANDY SOIL AGAINST COMBINED LOAD OF VERTICAL, HORIZONTAL AND MOMENT LOADS
Int. J. of GEOMATE, Feb., 06, Vol. 0, No. (Sl. No. 9), pp. 649-655 Geotech., Const. Mat. and En., ISSN: 86-98(P), 86-990(O), Japan ULTIMATE BEARING CAPACITY OF FOOTING ON SANDY SOIL AGAINST COMBINED LOAD
More informationCHARACTERISTICS OF VACUUM CONSOLIDATION COMPARING WITH SURCHARGE LOAD INDUCED CONSOLIDATION
International Symposium on Geotechnical Engineering, Ground Improvement and Geosynthetics for Human Security and Environmental preservation, Bangkok, Thailand CHARACTERISTICS OF VACUUM CONSOLIDATION COMPARING
More informationEffect of Fractal Dimension of Fine Aggregates on the Concrete Chloride Resistance
5th International Conference on Durability of Concrete Structures Jun 30 Jul 1, 2016 Shenzhen Uniersity, Shenzhen, Guangdong Proince, P.R.China Effect of Fractal Dimension of Fine Aggregates on the Concrete
More informationRobustness Analysis of Linear Parameter Varying Systems Using Integral Quadratic Constraints
Robustness Analysis of Linear Parameter Varying Systems Using Integral Quadratic Constraints Harald Pfifer and Peter Seiler 1 Abstract A general approach is presented to analyze the orst case input/output
More informationEstimation of Efficiency with the Stochastic Frontier Cost. Function and Heteroscedasticity: A Monte Carlo Study
Estimation of Efficiency ith the Stochastic Frontier Cost Function and Heteroscedasticity: A Monte Carlo Study By Taeyoon Kim Graduate Student Oklahoma State Uniersity Department of Agricultural Economics
More informationTime Rate of Consolidation Settlement
Time Rate of Consolidation Settlement We know how to evaluate total settlement of primary consolidation S c which will take place in a certain clay layer. However this settlement usually takes place over
More informationA Stabilization Procedure for Soil-water Coupled Problems Using the Mesh-free Method
The 12 th International Conference of International Association for Computer Methods and Advances in Geomechanics (IACMAG) 1-6 October, 28 Goa, India A Stabilization Procedure for Soil-ater Coupled Problems
More informationA Realistic Theory of Soils Consolidation
Journal of Earth Sciences and Geotechnical Engineering, vol. 4, no. 1, 14, 13-19 ISSN: 179-94 (print), 179-966 (online) Scienpress Ltd, 14 A Realistic Theory of Soils Consolidation Shahin Nayyeri Amiri
More informationThe Kinetic Theory of Gases
978-1-107-1788-3 Classical and Quantum Thermal Physics The Kinetic Theory of Gases CHAPTER 1 1.0 Kinetic Theory, Classical and Quantum Thermodynamics Two important components of the unierse are: the matter
More informationExploiting Source Redundancy to Improve the Rate of Polar Codes
Exploiting Source Redundancy to Improe the Rate of Polar Codes Ying Wang ECE Department Texas A&M Uniersity yingang@tamu.edu Krishna R. Narayanan ECE Department Texas A&M Uniersity krn@tamu.edu Aiao (Andre)
More informationInvestigation on Ring Valve Motion and Impact Stress in Reciprocating Compressors
Purdue Uniersity Purdue e-pubs International Compressor Engineering Conference School of Mechanical Engineering 2010 Inestigation on Ring Vale Motion and Impact Stress in Reciprocating Compressors Yu Wang
More informationTikrit University. College of Engineering Civil engineering Department CONSOILDATION. Soil Mechanics. 3 rd Class Lecture notes Up Copyrights 2016
Tikrit University CONSOILDATION College of Engineering Civil engineering Department Soil Mechanics 3 rd Class Lecture notes Up Copyrights 2016 Stresses at a point in a soil mass are divided into two main
More informationStress and Strain State in the Segmental Linings during the Excavation by Tunnel Boring Machines
Stress and Strain State in the Segmental Linings during the Excaation by Tunnel Boring Machines Do Ngoc Anh 1, Oreste Pierpaolo, Croce Antonello, Dias Daniel, Djeran-Maigre Irini 1, Locatelli Liio 4 1
More informationFUNDAMENTALS OF CONSOLIDATION
FUNDAMENTALS OF CONSOLIDATION σ (Vertical Stress Increase) SAND CLAY CONSOLIDATION: Volume change in saturated soils caused by the expulsion of pore water from loading. Saturated Soils: σ causes u to increase
More informationExperimental study on the effectiveness of prefabricated vertical drains under cyclic loading
University of Wollongong Research Online Faculty of Engineering - Papers (Archive) Faculty of Engineering and Information Sciences 211 Experimental study on the effectiveness of prefabricated vertical
More informationGeotechnical Properties of Soil
Geotechnical Properties of Soil 1 Soil Texture Particle size, shape and size distribution Coarse-textured (Gravel, Sand) Fine-textured (Silt, Clay) Visibility by the naked eye (0.05 mm is the approximate
More informationMulti-dimensional electro-osmosis consolidation of clays
ISSMGE - C 211 International Symposium on Ground Improvement IS-GI Brussels 31 May & 1 June 2012 Multi-dimensional electro-osmosis consolidation of clays J.Yuan, Delft University of echnology, Delft, he
More informationMODELLING FLUID FLOW IN STRESS SENSITIVE PETROLEUM RESERVOIR CONSIDERING FAULT REACTIVATION PROBLEM
Blucher Mechanical Engineering Proceedings May 2014 ol. 1 num. 1 www.proceedings.blucher.com.br/eento/10wccm MODELLING FLUID FLOW IN STRESS SENSITIVE PETROLEUM RESERVOIR CONSIDERING FAULT REACTIVATION
More informationAlternative non-linear predictive control under constraints applied to a two-wheeled nonholonomic mobile robot
Alternatie non-linear predictie control under constraints applied to a to-heeled nonholonomic mobile robot Gaspar Fontineli Dantas Júnior *, João Ricardo Taares Gadelha *, Carlor Eduardo Trabuco Dórea
More informationCanard-like explosion of limit cycles in two-dimensional piecewise-linear models of FitzHugh-Nagumo type. NJIT CAMS Technical Report
Canard-like explosion of limit cycles in to-dimensional pieceise-linear models of FitzHugh-Nagumo type. NJIT CAMS Technical Report 2-4 Horacio G. Rotstein, Stephen Coombes 2, Ana Maria Gheorghe 2, Department
More informationKinetic Theory. Reading: Chapter 19. Ideal Gases. Ideal gas law:
Reading: Chapter 19 Ideal Gases Ideal gas law: Kinetic Theory p nrt, where p pressure olume n number of moles of gas R 831 J mol -1 K -1 is the gas constant T absolute temperature All gases behae like
More informationInterpretation of Flow Parameters from In-Situ Tests (P.W. Mayne, November 2001)
Interpretation of Flow Parameters from In-Situ Tests (P.W. Mayne, November 2001) FLOW PROPERTIES Soils exhibit flow properties that control hydraulic conductivity (k), rates of consolidation, construction
More informationSoil Mechanics Permeability of Soils and Seepage page 1 CHAPITRE 9. PERMEABILITY OF SOILS AND SEEPAGE...1
Soil Mechanics Permeability of Soils and Seepage page 1 Contents of this chapter : CHAPITRE 9. PERMEABILITY OF SOILS AND SEEPAGE...1 9.1 INTRODUCTION...1 9.2 DARCY S LAW...1 9.2.1 DEFINITION OF HEAD...1
More informationALGORITHM OF ATMOSPHERE CONTAMINATION NONLINEAR MODEL NUMERICAL REALIZATION
UDC 4.942 152 Математичне та комп ютерне моделювання L. A. Мitko* Ph. D. of Physical and Mathematical Sciences N. G. Serbo** Ph. D. of Technical Sciences Jo Sterten*** Assistant Professor *NASU Pukho Institute
More informationMohammad Ali Abdous *, Shahriyar Ghazanfari Holagh, Masood Shamsaiee, Mohsen khoshzat and Hamid Saffari
Conference Proceedings Paper An Ealuation of Heat ransfer Enhancement echnique in Flo Boiling Conditions Based on Entropy Generation Analysis: Micro-Fin ube Mohammad Ali Abdous *, Shahriyar Ghazanfari
More informationCalculation of 1-D Consolidation Settlement
Calculation of 1-D Consolidation Settlement A general theory for consolidation, incorporating threedimensional flow is complicated and only applicable to a very limited range of problems in geotechnical
More informationResearch Article One-Dimensional Consolidation of Double-Layered Foundation with Depth-Dependent Initial Excess Pore Pressure and Additional Stress
Advances in Materials Science and Engineering Volume 215, Article ID 618717, 13 pages http://dx.doi.org/1.1155/215/618717 Research Article One-Dimensional Consolidation of Double-Layered Foundation with
More informationEstimating the compression behaviour of metalrich clays via a Disturbed State Concept (DSC) model
Uniersity of Wollongong Research Online Faculty of Engineering and Information Sciences - Papers: Part B Faculty of Engineering and Information Sciences 2016 Estimating the compression behaiour of metalrich
More informationEvaluation of undrained response from drained triaxial shear tests: DEM simulations and Experiments
University of Wollongong Research Online Faculty of Engineering - Papers (Archive) Faculty of Engineering and Information Sciences 28 Evaluation of undrained response from drained triaxial shear tests:
More informationUNDERSTAND MOTION IN ONE AND TWO DIMENSIONS
SUBAREA I. COMPETENCY 1.0 UNDERSTAND MOTION IN ONE AND TWO DIMENSIONS MECHANICS Skill 1.1 Calculating displacement, aerage elocity, instantaneous elocity, and acceleration in a gien frame of reference
More informationThe process of consolidation and settlement
Consolidation Based on part of the GeotechniCAL reference package by Prof. John Atkinson, City University, London The process of consolidation and settlement One-dimensional consolidation theory The oedometer
More informationAccurate and Estimation Methods for Frequency Response Calculations of Hydroelectric Power Plant
Accurate and Estimation Methods for Frequency Response Calculations of Hydroelectric Poer Plant SHAHRAM JAI, ABOLFAZL SALAMI epartment of Electrical Engineering Iran University of Science and Technology
More informationAnalytical solutions for modeling soft soil consolidation by vertical drains
University of Wollongong Research Online University of Wollongong Thesis Collection 1954-2016 University of Wollongong Thesis Collections 2006 Analytical solutions for modeling soft soil consolidation
More informationNondestructive Monitoring of Setting and Hardening of Portland Cement Mortar with Sonic Methods
Nondestructive Monitoring of Setting and Hardening of Portland Cement Mortar ith Sonic Methods Thomas Voigt, Northestern University, Evanston, USA Surendra P. Shah, Northestern University, Evanston, USA
More information2 The Bhaduri-Marglin model
The Bhaduri-Marglin model n this chapter the basics o the Bhaduri-Marglin model ill be discussed. Doing so, attention ill be directed on hich eatures o the model ill hae to be altered hen endogeniing labor
More informationVapor Pressure Prediction for Stacked-Chip Packages in Reflow by Convection-Diffusion Model
Vapor Pressure Prediction for Stacked-Chip Packages in Reflo by Convection-Diffusion Model Jeremy Adams, Liangbiao Chen, and Xuejun Fan Lamar University, PO Box 10028, Beaumont, TX 77710, USA Tel: 409-880-7792;
More informationThe Analytic Hierarchy Process for the Reservoir Evaluation in Chaoyanggou Oilfield
Advances in Petroleum Exploration and Development Vol. 6, No. 2, 213, pp. 46-5 DOI:1.3968/j.aped.1925543821362.1812 ISSN 1925-542X [Print] ISSN 1925-5438 [Online].cscanada.net.cscanada.org The Analytic
More informationPrediction of breakage-induced couplings in unsaturated granular soils
Zhang, Y. D. & uscarnera, G. Géotechnique [http://dx.doi.org/1.168/geot.14.p.86] TECHNICAL NOTE Prediction of breakage-induced couplings in unsaturated granular soils Y. D. ZHANG and G. USCARNERA This
More informationAn example of Lagrangian for a non-holonomic system
Uniersit of North Georgia Nighthaks Open Institutional Repositor Facult Publications Department of Mathematics 9-9-05 An eample of Lagrangian for a non-holonomic sstem Piotr W. Hebda Uniersit of North
More informationPET467E-Analysis of Well Pressure Tests 2008 Spring/İTÜ HW No. 5 Solutions
. Onur 13.03.2008 PET467E-Analysis of Well Pressure Tests 2008 Spring/İTÜ HW No. 5 Solutions Due date: 21.03.2008 Subject: Analysis of an dradon test ith ellbore storage and skin effects by using typecurve
More informationConsolidation properties of dredger fill under surcharge preloading in coast region of Tianjin
30 2 2011 6 GLOBAL GEOLOGY Vol. 30 No. 2 Jun. 2011 1004-5589 2011 02-0289 - 07 1 1 2 3 4 4 1. 130026 2. 130026 3. 110015 4. 430074 45 cm 100% ` TU447 A doi 10. 3969 /j. issn. 1004-5589. 2011. 02. 020 Consolidation
More informationOn equal settlement plane height in piled reinforced embankments
Available online www.jocpr.com Journal of Chemical and Pharmaceutical Research, 2014, 6(4):23-29 Research Article ISSN : 0975-7384 CODEN(USA) : JCPRC5 On equal settlement plane height in piled reinforced
More informationAnnouncements Wednesday, September 06. WeBWorK due today at 11:59pm. The quiz on Friday covers through Section 1.2 (last weeks material)
Announcements Wednesday, September 06 WeBWorK due today at 11:59pm. The quiz on Friday coers through Section 1.2 (last eeks material) Announcements Wednesday, September 06 Good references about applications(introductions
More informationA New Method for Calculating Oil-Water Relative Permeabilities with Consideration of Capillary Pressure
A Ne Method for Calculating Oil-Water Relative Permeabilities ith Consideration of Capillary Pressure K. Li, P. Shen, & T. Qing Research Institute of Petroleum Exploration and Development (RIPED), P.O.B.
More informationUnloading Test with Remolded Marine Soil Sample and Disturbance Degree Assessment
2017 International Conference on Manufacturing Construction and Energy Engineering (MCEE 2017) ISBN: 978-1-60595-483-7 Unloading Test with Remolded Marine Soil Sample and Disturbance Degree Assessment
More informationPhysical modelling of consolidation behaviour of a composite foundation consisting of a cement-mixed soil column and untreated soft marine clay
Yin, J.-H. & Fang, Z. (). Géotechnique 5, No. 1, 3 TECHNICAL NOTE Physical modelling of consolidation behaviour of a composite foundation consisting of a cement-mixed soil column and untreated soft marine
More informationCompressibility & Consolidation
CHAPTER Compressibility & Consolidation Settlement If a structure is placed on soil surface, then the soil will undergo an elastic and plastic deformation. In engineering practice, the deformation or reduction
More informationNumerical and Theoretical Study of Plate Load Test to Define Coefficient of Subgrade Reaction
Journal of Geotechnical and Transportation Engineering Volume 1 Issue 2 Numerical and Theoretical Study of Plate Load Test to Define Coefficient of Subgrade Reaction Naeini and Taherabadi Received 9/28/2015
More informationThe influence of swash infiltration exfiltration on beach face sediment transport: onshore or offshore?
Ž. Coastal Engineering 42 2001 35 52.elseier.comrlocatercoastaleng The influence of sash infiltration exfiltration on beach face sediment transport: onshore or offshore? Tony Butt a,), Paul Russell a,
More informationDYNAMICS. Kinematics of Particles VECTOR MECHANICS FOR ENGINEERS: Tenth Edition CHAPTER
Tenth E CHAPTER 11 VECTOR MECHANICS FOR ENGINEERS: DYNAMICS Ferdinand P. Beer E. Russell Johnston, Jr. Phillip J. Cornwell Lecture Notes: Brian P. Self California Polytechnic State Uniersity Kinematics
More informationThe Study of Inverted V-Type Heat Pipe Cooling Mechanism Based on High Heat Flux Heating Elements
th IHPS, Taipei, Taian, No. 6-9, The Study of Inerted V-Type Heat Pipe Cooling Mechanism Based on High Heat Flux Heating Elements Li Jing, Ji Shengtao, Yao Zemin The Key Lab of Enhanced Heat Transfer and
More informationDISCUSSION ON THE PROBLEM ABOUT SATURATED LOESS DYNAMIC PORE PRESSURE BY VIBRATION
DISCUSSION ON THE PROBLEM ABOUT SATURATED LOESS DYNAMIC PORE PRESSURE BY VIBRATION Lan LI 1 And Lanmin WANG 2 SUMMARY Based on the dynamic triaxial test of the saturated loess, according to the undisturbed
More informationEnergy and Power Engineering, 2009, doi: /epe Published Online August 2009 (http://www.scirp.
Energy and Poer Engineering, 29, 44-49 doi:236/epe.29.7 Published Online August 29 (http://.scirp.org/journal/epe) Study of the La about Water-Cut Variation for the Fractured Metamorphic Reservoir of Buried
More information1 :: Mathematical notation
1 :: Mathematical notation x A means x is a member of the set A. A B means the set A is contained in the set B. {a 1,..., a n } means the set hose elements are a 1,..., a n. {x A : P } means the set of
More informationSea to Sky Geotechnique 2006
ACCURATE DETERMINATION OF THE CRITICAL STATE FRICTION ANGLE FROM TRIAXIAL TESTS Mohsen Ghafghazi, Department of Ciil Engineering, Uniersity of British Columbia, Vancouer, BC, Canada Dawn Shuttle, Department
More informationUniversitat Politècnica de Catalunya BARCELONATECH Escola Tècnica Superior d Enginyers de Camins, Canals i Ports. Soil Mechanics.
Universitat Politècnica de Catalunya BARCELONATECH Escola Tècnica Superior d Enginyers de Camins, Canals i Ports Soil Mechanics Chapter 8 Consolidation Chapter 6 1. One-dimensional consolidation theory.
More informationPOSSIBLE EFFICIENCY IMPROVEMENT BY APPLICATION OF VARIOUS OPERATING REGIMES FOR THE COOLING WATER PUMP STATION AT THERMAL POWER PLANT BITOLA
Mijakoski, V., et al.: Possible Efficiency Improement by Application of Various Operating THERMAL SCIENCE, Year 01, Vol. 16, No. 1, pp. 63-70 63 POSSIBLE EFFICIENCY IMPROVEMENT BY APPLICATION OF VARIOUS
More informationAnalysis of Nonlinear Characteristics of Turbine Governor and Its Impact on Power System Oscillation
Energy and Poer Engineering, 203, 5, 746-750 doi:0.4236/epe.203.54b44 Published Online July 203 (http://.scirp.org/journal/epe) Analysis of Nonlinear Characteristics of Turbine Governor and Its Impact
More informationSimulation and Optimization of Throttle Flowmeter with Inner-Outer Tube Element
MEASUREMENT SCIENCE REVIEW, 16, (017), No., 68-75 Journal homepage: http://www.degruyter.com/iew/j/msr Simulation and Optimization of Throttle Flowmeter with Inner-Outer Tube Element Jiang Meng 1, Zhipeng
More information5. TWO-DIMENSIONAL FLOW OF WATER THROUGH SOILS 5.1 INTRODUCTION
5. TWO-DIMENSIONAL FLOW OF WATER TROUG SOILS 5.1 INTRODUCTION In many instances the flo of ater through soils is neither one-dimensional nor uniform over the area perpendicular to flo. It is often necessary
More informationCHARACTERIZATION OF ULTRASONIC IMMERSION TRANSDUCERS
CHARACTERIZATION OF ULTRASONIC IMMERSION TRANSDUCERS INTRODUCTION David D. Bennink, Center for NDE Anna L. Pate, Engineering Science and Mechanics Ioa State University Ames, Ioa 50011 In any ultrasonic
More informationEffectiveness of Vertical Drains in Dissipating Excess Pore Pressures Induced by Cyclic Loads in Clays
University of Wollongong Research Online Faculty of Engineering - Papers (Archive) Faculty of Engineering and Information Sciences 27 Effectiveness of Vertical Drains in Dissipating Excess Pore Pressures
More informationMonitoring of underground construction
Monitoring of underground construction Geotechnical Aspects of Underground Construction in Soft Ground Yoo, Park, Kim & Ban (Eds) 2014 Korean Geotechnical Society, Seoul, Korea, ISBN 978-1-138-02700-8
More informationA partially drained model for soft soils under cyclic loading considering cyclic parameter degradation
University of Wollongong Research Online Faculty of Engineering and Information Sciences - Papers: Part A Faculty of Engineering and Information Sciences 215 A partially drained model for soft soils under
More informationEARTH PRESSURES AGAINST RIGID RETAINING WALLS IN THE MODE OF ROTATION ABOUT BASE BY APPLYING ZERO-EXTENSION LINE THEORY
EARTH PRESSURES AGAINST RIGID RETAINING WALLS IN THE MODE OF ROTATION ABOUT BASE BY APPLYING ZERO-EXTENSION LINE THEORY Morshedi S.M., Ghahramani A. 2, Anvar S.A. 2 and Jahanandish M. 2 Department of Geotechnical
More informationME224 Lab 5 - Thermal Diffusion
ME4 Lab 5 ME4 Lab 5 - hermal Diffusion (his lab is adapted from IBM-PC in the laboratory by B G homson & A F Kuckes, Chapter 5) 1. Introduction he experiments which you will be called upon to do in this
More informationEstimation of liquefaction and layers using Hachinohe geotechnical information database
Estimation of liquefaction and layers using Hachinohe geotechnical information database *Yutaka HASHIZUME ) Shigeaki NOZOE ) and Kenji KANEKO 3) ), ), 3) Department of Ciil Engineering, Hachinohe Institute
More informationChapter 1: Kinematics of Particles
Chapter 1: Kinematics of Particles 1.1 INTRODUCTION Mechanics the state of rest of motion of bodies subjected to the action of forces Static equilibrium of a body that is either at rest or moes with constant
More informationAN ELASTO-PLASTIC LIQUEFACTION ANALYSIS METHOD BASED ON FINITE DEFORMATION THEORY
The Fifteenth KKCNN Symposium on Civil Engineering December 19-20, 2002, Singapore AN ELASTO-PLASTIC LIQUEFACTION ANALYSIS METHOD BASED ON FINITE DEFORMATION THEORY F. Oka, T. Kodaka, R. Morimoto and N.
More informationWorst Case Analysis of a Saturated Gust Loads Alleviation System
Worst Case Analysis of a Saturated Gust Loads Alleiation System Andreas Knoblach Institute of System Dynamics and Control, German Aerospace Center (DLR), 82234 Weßling, Germany Harald Pfifer and Peter
More informationE : Ground-penetrating radar (GPR)
Geophysics 3 March 009 E : Ground-penetrating radar (GPR) The EM methods in section D use low frequency signals that trael in the Earth by diffusion. These methods can image resistiity of the Earth on
More informationEnhancing Generalization Capability of SVM Classifiers with Feature Weight Adjustment
Enhancing Generalization Capability of SVM Classifiers ith Feature Weight Adjustment Xizhao Wang and Qiang He College of Mathematics and Computer Science, Hebei University, Baoding 07002, Hebei, China
More informationVISUAL PHYSICS ONLINE RECTLINEAR MOTION: UNIFORM ACCELERATION
VISUAL PHYSICS ONLINE RECTLINEAR MOTION: UNIFORM ACCELERATION Predict Obsere Explain Exercise 1 Take an A4 sheet of paper and a heay object (cricket ball, basketball, brick, book, etc). Predict what will
More informationDrained Against Undrained Behaviour of Sand
Archives of Hydro-Engineering and Environmental Mechanics Vol. 54 (2007), No. 3, pp. 207 222 IBW PAN, ISSN 1231 3726 Drained Against Undrained Behaviour of Sand Andrzej Sawicki, Waldemar Świdziński Institute
More informationPhysics 107 HOMEWORK ASSIGNMENT #9b
Physics 07 HOMEWORK SSIGNMENT #9b Cutnell & Johnson, 7 th edition Chapter : Problems 5, 58, 66, 67, 00 5 Concept Simulation. reiews the concept that plays the central role in this problem. (a) The olume
More informationPyramidal Sum Labeling In Graphs
ISSN : 48-96, Vol 8, Issue 4, ( Part -I) April 8, pp-9 RESEARCH ARTICLE Pyramidal Sum Labeling In Graphs OPEN ACCESS HVelet Getzimah, D S T Ramesh ( department Of Mathematics, Pope s College, Sayerpuram-68,Ms
More informationWhy does Saturn have many tiny rings?
2004 Thierry De Mees hy does Saturn hae many tiny rings? or Cassini-Huygens Mission: New eidence for the Graitational Theory with Dual Vector Field T. De Mees - thierrydemees @ pandora.be Abstract This
More informationERAD THE SEVENTH EUROPEAN CONFERENCE ON RADAR IN METEOROLOGY AND HYDROLOGY
Multi-beam raindrop size distribution retrieals on the oppler spectra Christine Unal Geoscience and Remote Sensing, TU-elft Climate Institute, Steinweg 1, 68 CN elft, Netherlands, c.m.h.unal@tudelft.nl
More informationPHYSICS (B) v 2 r. v r
PHYSICS 1. If Q be the amount of liquid (iscosity ) flowing per second through a capillary tube of radius r and length l under a pressure difference P, then which of the following relation is correct?
More informationCPT Data Interpretation Theory Manual
CPT Data Interpretation Theory Manual 2016 Rocscience Inc. Table of Contents 1 Introduction... 3 2 Soil Parameter Interpretation... 5 3 Soil Profiling... 11 3.1 Non-Normalized SBT Charts... 11 3.2 Normalized
More information